CN1125908C - Composite concrete metal encased stiffeners for metal plate arch-type structures - Google Patents
Composite concrete metal encased stiffeners for metal plate arch-type structures Download PDFInfo
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- CN1125908C CN1125908C CN97195436A CN97195436A CN1125908C CN 1125908 C CN1125908 C CN 1125908C CN 97195436 A CN97195436 A CN 97195436A CN 97195436 A CN97195436 A CN 97195436A CN 1125908 C CN1125908 C CN 1125908C
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
- E01F5/00—Draining the sub-base, i.e. subgrade or ground-work, e.g. embankment of roads or of the ballastway of railways or draining-off road surface or ballastway drainage by trenches, culverts, or conduits or other specially adapted means
- E01F5/005—Culverts ; Head-structures for culverts, or for drainage-conduit outlets in slopes
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Abstract
A composite concrete reinforced corrugated metal arch-type structure comprises: i) a first set of shaped corrugated metal plates interconnected in a manner to define a base arch structure with the corrugations extending transversely of the longitudinal length of the arch; ii) a second series of shaped corrugated metal plates interconnected in a manner to overlay the first set of interconnected plates of the base arch, the second series of plates having at least one corrugation extending transversely of the longitudinal length of the arch with the troughs of the corrugation of the second series of plates secured to the crests of the first set of plates; iii) the interconnected series of second plates and the first set of plates define individual, transversely extending, enclosed continuous cavity filled with concrete to define an interface of the concrete enclosed by the metal interior surfaces of the second series of crests and first set of troughs; iv) the interior surfaces of the cavity for each of the first and second plates having means (96) for providing a shear bond at the concrete-metal interface to provide individual curved beams traversing the arch whereby the structure provides positive and negative bending resistance and combined bending and axial load resistance to superimposed loads.
Description
Technical field
The present invention relates to concrete and strengthen the wavy metal plate domes, this domes are used for overpass, water-supply-pipe or underground passage, stack load that can surface bearing is huge under thin covering layer such as heavy vehicular traffic.Especially relate to a kind of can alternate standard concrete or the structure of steel beam structure.
Background technology
For many years, wavy metal plate is proved to be durability, economy and engineering material versatility.Flexible domes with the wavy metal plate manufacturing are being brought into play very important effect in the construction of culvert, rain water channel, subsoil drain, sluice pipe, underground passage, transport pipeline and the work tunnel etc. that are used for highway, railway, airport, municipal engineering, regional transformation, industry park, flood control and environment-friendly engineering, water pollution control project and many other object of construction production.
For flush type wavy metal plate domes, one of main design challenge is, the sheet metal shell of relative thin will be born bigger load such as side direction ground pressure, ground water pressure, upper caldding layer pressure in its periphery, and other acts on, and this is structural dynamically or static load.This structure is born the ability of circumferential load, and is except being the function of surrounding soil intensity, also directly relevant with the thickness of corrugated contours and sheet metal shell.Although equally distributed circumferential load can not cause unstability in mounted this structure as ground pressure and water pressure, but this structure is to non-homogeneous or local load, distribute or be applied to mounted this structural dynamic load, sensitivity more as the ground pressure heterogeneous in the backfill process by what vehicular traffic caused.In this domes earth material backfilling process, non-homogeneous ground pressure distributes and causes this malformation or load peaks occurs, makes the net shape of this structure be different from the ideal form of expectation.On the other hand, the dynamic load on this structure top produces local load's state that can cause this structural top fracture.
The partial vertical load such as the dynamic vehicle load that are applied to the domes top can produce flexural stress and axial stress in this structure.Because of top distortion downwards causes flexural stress, thereby partly produce positive bending moment, and partly produce hogging moment at the hip of this structure at the vault of this structure.Axial stress is the compressive stress that is caused by the one-component along the dynamic load of this domes cross section fibres directive effect.In flush type metal arch structure design, under a specific vertical load effect, the ratio of flexural stress and axial stress changes with the thickness of upper caldding layer.Upper caldding layer is thick more, and overstepping the bounds of propriety loosing made this structure bear littler flexural stress when then vertical load arrived at domes.Therefore, the stress in the domes below thick covering layer mainly is axial stress.
Wavy metal plate easy fracture more under flecition than under the axial compression effect.The flexural stress that is produced by dynamic load is handled in the corrugated metal domes design of prior art by the thickness that increases upper caldding layer, can be assigned to local dynamic load in the whole thickness of upper caldding layer like this and the big surface of arch on, thereby the flexural stress that acts on the arch is minimized, and most of load is converted into axial force., clearly, with the increase of upper caldding layer thickness, increase, so need more high-intensity metal sheet at this structural ground pressure.Need thick upper caldding layer, also produce serious design limitation, the restriction of the angle of leading the way as the space size that below domes, surrounds or this superstructure road surface.Under the restricted and thin situation, tradition solves the dynamic load method at upper caldding layer thickness, is near below the road surface or close vicinity and arrange usually by the elongated stress buffer slab of reinforcing concrete manufacturing above shallow backfill zone.This elongated slab makes local car load be dispersed on the lip-deep big zone of metal arch as a load dispersal device.The problem of stress buffer slab need to be field fabrication, and this just relates to additional Production Time and a large amount of labour and raw-material costs.And, there be not concrete zone, this is not a feasible selection.
Once attempted by using the reinforcement floor to strengthen the corrugated metal domes.At U.S. Pat No.4, in 141,666, use reinforcement to increase the load ability to bear in the outside of box culvert.The problem of this invention is to compare more fragile in the cross section of strengthening the structure between the floor with the cross section of strengthening the floor position.Therefore, when bearing load, there are the different deflection degree or the effect of surging along the length direction of structure.For reducing this problem, longitudinal component is fixed on the culvert inboard, particularly, surge with minimizing along vault part and body portion., clearly, when these domes are used in riverbed or analogue, should not comprise any annex, because destroyed by ice stream or flood easily in this inside configuration.
At U.S. Pat .No.4, in 318,635, use the reinforcement floor of a plurality of arches in the medial/lateral of culvert, strengthen its sidepiece, vault and middle waist or hip part.Although this reinforcement floor spaced apart has improved the anti-density of load of this structure, the problem of surging that can not overcome structure is also owing to unnecessary reinforcement increases the unnecessary weight of this structure.Except above-mentioned shortcoming, thereby the reinforcement floor in this class formation often expends time in and complexity is installed and has a strong impact on construction cost.Particularly, when using relatively the floor reinforcement than wide interval, the structural design analysis of this class formation is become difficult.The discontinuity of strengthening and cause thus along this structure longitudinal length direction stiffness variation, be difficult to form the perfect plasticity displacement capacity on this structural section; Therefore, cause conservative and diseconomy unnecessary in the design process.
The United States Patent (USP) U.S.3 that Fisher had, 508,406 disclose a kind of compound domes, and this structure has flexible corrugated metal housing, and has the concrete buttress that extends longitudinally in each side of this structure.Recognize particularly that under wide span domes situation concrete buttress can be connected with the additional reinforcement that extends in this structural top.Similarly, at same inventor's United States Patent (USP) U.S.No.4, in 390,306, recognize the vault part that reinforcement in the domes and load discrete item are fixed on domes, longitudinal extension strides across the major part of this structure length.This patent also propose these compound domes preferably include longitudinal extension, disperse buttress in the load of each side of domes.The reinforcement of the longitudinal extension at top and buttress can be made by concrete or metal, even can be made up of the corrugated sheet section bar with the ridge that extends along the culvert length direction.
In the patent of Fisher,, provide continuous reinforcement along this structure by vault reinforcement and buttress.The design buttress be used for erection stage for flexible structure provide stability, just before this structure is buried and supported by backfill fully, provide stability.They provide reinforcement material to constitute in the installation site vertical part is used in compacting and stops distortion when using backfill equipment, makes backfilling process to carry out and does not destroy the shape of this structure.The effect that inside has steel to strengthen the top reinforcement of bar is the top of pushing down this structure, prevent that this structure from producing load peaks in the starting stage of backfill and compacting, also help peptizaiton in this structural vertical load, therefore reduced the thinnest upper caldding layer that needs as the load dispersal device.The top reinforcement along the longitudinal direction of this structure couples together concrete beam and steel arch structure by use shearing pin, thus the fixing top of domes, so that provide the positive bending moment drag at the domes top.This polynary reinforcement is applicable to the domes that reduce upper caldding layer, but is not suitable for reducing significantly the domes of upper caldding layer thickness or the very domes design of large span.Main cause is that the top reinforcement in the Fisher patent is not to be designed for the opposing hogging moment, and hogging moment generally occurs in the hip part of shallow covering layer domes and wide span domes.The purpose of lateral member spaced apart between top reinforcement and side buttress is for this structure provides some rigidity, in case this structure was out of shape in the backfill stage.They are not that design is used for the parts of anti-hogging moment.And, although mounted flexible domes are easy to suffer positive bending moment at vault under the dynamic load effect, when this structure is born lateral pressure in backfilling process, bear hogging moment, and the top can be out of shape because of load peaks occurring at same position.The design of reinforcement in the Fisher patent utilizes concrete to fixedly connected the positive bending moment of resisting the domes top with the shearing between steel spare, in backfilling process, the hogging moment that appears at same position relies on simply by the reinforcement bar that is provided at concrete thickness plate top to be resisted, the concrete thickness plate that this band is strengthened bar needs on-the-spot manufacturing and puts into bracing piece, has a strong impact on construction cost.Because top reinforcement and side buttress have big size, the weight of total obviously increases.
At the United States Patent (USP) U.S.No.4 of Sivachenko, in 186,541, disclose with plain plate and made corrugated steel to be used to build the method for metal arch structure.Quoted the additional strength advantage of dual damascene steel plate structure specially, wherein corrugated sheet directly or therebetween has the interval to couple together along opposite trough.Notice that the dual damascene board component can stay intermediate gaps, or fill up similar item such as concrete.Concrete between corrugated sheet can be strengthened with existing reinforcement steel pole, strengthens steel pole with respect to the parallel corrugation of corrugated sheet or orientation laterally.Clearly, when placing concrete between the corrugated sheet not to be reinforced, concrete just plays the effect of filler and can not improve the strength characteristics of assembly.When even concrete has the steel pole of reinforcement, and the shearing that there is not design adding steel pole to carry out between concrete and the corrugated steel connects, and when then assembly bore bending, concrete and corrugated steel acted on independently of one another.This system has proposed to strengthen the method for corrugated metal plated construction, and promptly the dual damascene board component that has a sandwich type braced structures of heart portion fill concrete by utilization is realized.Have under the flush type domes situation of a plurality of radians, according to the Sivachenko patent steel pole being installed is a very difficult job.
At United States Patent (USP) U.S.No.5, in 326,191, continuous wave pattern metal sheet stiffener is installed at least on the culvert vault that extends continuously on the culvert longitudinal length, this culvert design has overcome the problem of the stiffener of interval cross direction profiles in the prior art, thereby can resist positive bending moment and hogging moment., the continuous reinforcement part on longspan structure is too high and infeasible because of cost, and is difficult to install.
Summary of the invention
Concrete of the present invention is strengthened the corrugated metal domes and has been overcome more above-mentioned problems.Composite concrete beams of metal provided by the invention has improved the performance of anti-positive bending moment of structure and hogging moment; These positive hogging moments, or support that the shallow upper caldding layer of dynamic heavy load (vehicular traffic) causes, perhaps in domes backfill earth material process, cause and be included in this structure.Of the present invention each by last corrugated sheet and following corrugated sheet interconnect constitute, fill up concrete cavity continuously, the concrete beam that will surround as composition metal, function is the arc beam column reinforcement with the moment of flexure of bearing and axial load ability, so as manufacturing have shallow upper caldding layer domes the time bigger design flexibility is provided.
According to an aspect of the present invention, a kind of compound concrete is strengthened the corrugated metal domes, comprising:
The wavy metal plate of the first group of setting that 1) interconnects in some way, its formation has the basic domes of specific span cross section, height and longitudinal length, described basic domes have the vault part and the hip part that links to each other corresponding to described span vertical cross-section, and specific thicknesses, have on described domes longitudinal length and, be used on described basic domes, providing many arc beam columns along the wavy metal plate of the ripple of horizontal expansion;
The wavy metal plate of the second group of setting that 2) interconnects in some way, it is stacked on first group of wavy metal plate that interconnects of described basic arch and contact with it, the described second group of corrugated sheet that interlinks laterally extends continuously, comprising described vault part at least, and directly be fixed on described first group of corrugated sheet that links mutually;
3) the described second group of corrugated sheet that interconnects and first group of corrugated sheet constitute the continuous cavity of a plurality of independent, horizontal expansion, sealings, and each described cavity is made of the inner surface of described first group of plate and the interior surface opposing of described second group of plate;
4) end to end of described each the continuous cavity that is limited by described second group of plate horizontal expansion fills up concrete, and described concrete fills up cavity and constitutes and surround described concrete interface by the described metallic interior surface of the described second group of plate that interconnects and first group of plate;
5) the described inner surface of the described cavity of corresponding each described first group and second group plate has some shearing connecting pieces at described concrete-metal sheet compound interface, described combination shearing connecting piece is as the rigid element of described first group and second group plate, be used for guaranteeing concrete and metal sheet acting in conjunction when load is applied on the described domes, described shearing connecting piece supplies a plurality of arc beam column reinforcements to improve anti-compound positive bending moment and the hogging moment performance and the axial load resistant performance of described basic domes, exists the described second group of plate of working majority purpose to estimate to be applied to described structural load to provide the described arc beam column of working majority purpose reinforcement to support.
Description of drawings
With reference to accompanying drawing the preferred embodiment of the present invention is described, these accompanying drawings comprise:
Fig. 1 be according to one aspect of the present invention the stereogram of cavity domes;
Fig. 2 is the end-view of bridge construction among Fig. 1;
Fig. 3 is the sectional view along Fig. 1 cathetus 3-3;
Fig. 4 is the sectional view along Fig. 1 cathetus 4-4;
Shear another embodiment of connecting piece in Fig. 5 presentation graphs 3;
Fig. 6 is the enlarged drawing of the shearing connecting piece of an inner surface that is fixed to corrugated sheet;
Fig. 7 is and the similar sectional view of Fig. 3 that expression imports concrete grouting stopple in cavity;
Fig. 8 is the cross section with corrugated sheet of shearing another embodiment of connecting piece;
Fig. 9 is the cross section with corrugated sheet of shearing the another embodiment of connecting piece;
Figure 10,11,12,13,14,15 and 16 is the sectional views by first group and second group corrugated sheet, represents second group of corrugated sheet other embodiment with respect to first group of corrugated sheet;
Figure 17 represent prior art have the buffering slab the sectional view of domes;
Figure 18 represents the sectional view of the domes with top reinforcement and buttress reinforcement of prior art.
The specific embodiment
Constitute by corrugated steel according to large span arch structure provided by the invention.According to the preferred embodiment, large span is tended to comprise and is surpassed 15m, preferably surpasses the arch span of 20m.Domes with this span scope of the present invention can bear heavy load such as heavy vehicular traffic load with the thinnest upper caldding layer, and do not need concrete load buffering slab or any other stress buffer or dispersal device on domes.Certainly, be appreciated that domes of the present invention can be used for the little span of specific standard requirement; Perhaps utilize the advantage of architectural feature of the present invention to use the steel plate of attenuate greatly.Select as another kind, utilize preferred structure can improve the load bearing performance, can use low intensity metal such as aluminium alloys to replace steel.
With reference to Fig. 1, the domes that one aspect of the present invention is described are often referred to the cavity arch.Certainly, be appreciated that structure of the present invention can be used for multiple ripple domes design, comprises oval cross section passage, box culvert, circular culvert, oval culvert and analogue.Structure 10 has span of being represented by straight line 12 and the height of being represented by straight line 14.The cross sectional shape of arch and height dimension and span size define the space that domes surrounded that is designed for the underground traffic passage together.These vehicles can be car, truck, train or similar vehicles.Select as another kind, structure 10 can be as the bridge on river or other water route.The foundation 16 of domes 10 is fixed on the suitable pedestal by standard arch Structural Engineering technology.Domes 10 by interconnect, often be labeled as 18 first group setting corrugated steel and build, junction is by dotted line 20 expressions.First group of corrugated steel that interconnects constitutes basic domes, and needed cross section span 12 and height 14 are provided.The longitudinal length direction of domes is by straight line 22 expressions, and the required domes length that need provide determines the quantity of interconnective corrugated steel.The length of domes is mainly determined by the width of overpass.Steel plate with first group of mutual corrugated connection of single ripple provides one group of arc beam column of respective numbers.Play the positive and negative moment of flexure in the basic domes of opposing and the arc beam column of axial load across each ripples 21 of domes.
As shown in detail in Figure 3, used corrugated sheet comprises the metal corrugated plate of the specific thicknesses of crest with the horizontal expansion on domes longitudinal length 22 and trough, preferably steel plate.According to different aspect of the present invention, metal surrounds the concrete reinforcement and can form in every way by second group of corrugated sheet is arranged in first group above the corrugated sheet.For realizing advantage of the present invention, composite concrete/metal reinforcement must be by forming surrounding concrete mode between first group and the second group of corrugated sheet.In corresponding accompanying drawing, second group of various other shape of corrugated sheet described.
In first embodiment, the second group corrugated sheet of the corrugated sheet group that provides for extending continuously in the horizontal and vertical direction of domes.The corrugated steel 24 of second group of setting connects mutually in some way, is stacked in first group of corrugated sheet 18 top.Each has specific thicknesses second group of metal corrugated plate, and has the crest and the trough of the horizontal expansion on domes longitudinal length 22.The crest of the trough of second group of corrugated sheet and first group of corrugated sheet is fixed together.According to this specific embodiment, 26 places stop second group of corrugated sheet in the position, the junction between second group of corrugated sheet of line 28 expressions here.With reference to the description of Fig. 2, depend on the arch design requirement that arc beam column for basic domes provides suitable reinforcement, second group of corrugated sheet can extend on the entire cross section of domes or on the major part of cross section.Second group of corrugated sheet extends on the effective domes length of bearing load.Should be appreciated that when upper caldding layer is provided, rely on the side view or the angle of repose of upper caldding layer, the part of basic domes can extend beyond the upper caldding layer zone.Because this part does not support any load, do not need second group of corrugated sheet at the vault of basic domes and/or these zones of hip part.
As described in detail with reference to following accompanying drawing, the cavity that between the trough of the crest of second group of corrugated sheet of present embodiment and first group of corrugated sheet, constitutes, extend in the past from the dwell section 26 in each hip zone of domes, cavity is filled out by the openend that utilizes suitable stopple 30 to clog each cavity.For allowing concrete be injected in the cavity (as shown in arrow 34), on the crest of upper corrugation plate, form hole 32.Should be appreciated that,, can open some holes 32 along cavity, more so that obtain as Fig. 3 and the described suitable compound concrete-steel plate interface of Fig. 4 for the convenient concrete that injects comes cavity filling to form any cavity with avoiding at cavity.In case cavity fills up concrete, perforate 32 is optionally clogged with suitable stopper 36.
As shown in Figure 2, domes 10 are the designs of cavity domes, have vault part that is limited by arc 38 and the relative hip part that is limited by arc 40 respectively.First group of corrugated sheet 18 constituted basic domes, and these basic domes extend to second end 46 that is installed in pedestal 48 from first end 44 that is contained on the suitable pedestal 42.Second group of corrugated sheet 24 extends on the crown section 38 and part hip cross section continuously.The extension degree of second group of corrugated sheet on hip cross section 40 depends on the design needs.According to present embodiment, second group of major part that corrugated sheet 24 extends on the hip cross section that covers surperficial 50 tops of lower channel., be to be understood that second group of corrugated sheet can extend the foundation 44 and 46 that covers domes, or only just extended in the scope of hip cross section that this depends on the design needs of positive and negative moment of flexure of opposing and axial load.As shown in Figure 2, the junction of first group of corrugated sheet of line 20 expressions, the junction of second group of corrugated sheet of line 28 expressions.
When having the road surface of passing through domes, build according to the pavement technique standard of standard on road surface 50.Pedestal 42 and 48 is arranged on the compact embankment 52.It on the compact embankment 52 the closely knit sandstone particle 54 of one deck.Road surface 50 can be one deck reinforcing concrete and/or closely knit bituminous mixture 56.Certainly, select span 12 and the height 14 encirclement spaces that limited to be enough to allow vehicular traffic, water channel or the similar item of appointment below domes 10, to pass through.
On domes 10, this zone makes zone 60 have the thinnest upper caldding layer relatively with closely knit filler 58 backfills.For the large span steel domes under the normal condition, standing concrete buffer load slab (describing with reference to Figure 17) and the steel domes 10 put are bearing in heavy dynamic load such as vehicular traffic on the overpass surface 62 together.Utilize domes of the present invention,, do not need as shown in figure 18 this class load buffering slab or other forms of concrete reinforcement above crown section 38 in the place of the thinnest upper caldding layer 60 of needs.This strides in the bridge surface 62 significant in design, because can significantly reduce 64 the gradient of leading the way.Build by normal mode on overpass surface 62, and section 66 has common sandstone granular material dense layer and the upper strata that is made of concrete and/or asphalt mixture.According to the present invention, by the continuous arc reinforcement that tamps the horizontal expansion that cavity constitutes by discontinuous is provided at circumferencial direction, these domes are easily at the heavy dynamic vehicle traffic load of overpass 62 upper supports.Surround concrete metal sheet in the discontinuous cavity that between first and second groups of corrugated sheets, constitutes, a kind of compound domes of unifying to design are provided, resist the bending and the axial load that are applied on the domes.
Compound enhancing reinforcement of the present invention is provided at by tamping in the cavity that first corrugated sheet 18 that is stacked and second group of corrugated sheet 24 constitute.Shown in the cross section, straight line 3-3 place of Fig. 3, the trough 68 of first group of corrugated steel formation is relative with the crest 70 of second group of corrugated sheet.According to this certain embodiments, first corrugated sheet and second corrugated sheet have sinuous ripple, are identical for first group of corrugated sheet 18 with second group of corrugated sheet, 24 sinuous ripples.First group of corrugated sheet and second group of corrugated sheet interconnect in the contact position on the summit of the trough 74 of the summit of the crest 72 of first group of corrugated sheet and second group of corrugated sheet.These two groups of corrugated sheets can utilize various forms of securing members to fix herein.Preferably use be passed in first group and second group of plate over against the bolt 76 of perforate, and fix by suitable nut 78.The cavity 80 that constitutes by the inner surface 84 of first group of corrugated sheet inner surface 82 and second group of corrugated sheet from second group of corrugated sheet the clearing end 26s in a continuous manner across domes.Concrete eight 6 is filled in cavity 80, forms the concrete eight 6 and the interface 88 of inner surface 82,84 junction of wooden partition 90,92 separately.When the domes bearing load, the shearing that the parts 94 that utilization is installed in first and second groups of corrugated sheet inner surfaces 82,84 are provided at 88 places, interface between metal sheet 90,92 and the concrete eight 6 connects, and this metal/concrete interface plays a role in compound enhancing mode.The selection of the anti-shear performance of parts 94 depends on the designing requirement of arch bridge 10.Should be understood that shearing connecting piece 94 can or be fixed on the corrugated sheet 90,92 shear action of resisting 88 places, interface with corrugated sheet 90,92 integrated moldings.According to Fig. 3 certain embodiments, shearing connecting piece 94 is the independent pins 96 that are fixed on inner surface 90,92.In this certain embodiments, pin 96 is fixed on the summit 98 of first group of Lamb wave paddy 68 and the summit 100 at second group of Lamb wave peak 70.Shear this layout of connecting piece, provide shearing to connect, improve the intensity of arc beam, these position shear stress maximums in the BENDING PROCESS by outermost fiber and the most inboard fiber at reinforcement.
Be shown specifically the reinforcement feature of independent adjacent arc reinforcement at Fig. 4.First, second group corrugated sheet 18,20 has constituted the concrete eight 6 of continuous closing form, utilizes and shears connecting piece 96 formation composite concrete/steel plateelements.When having load to be applied on the domes, shear connecting piece 96 and guarantee to concur at compound interface 88 concrete and corrugated steel.According to this design of the present invention, the reinforcement that has invigoration effect in domes can be resisted positive bending moment and the hogging moment that is caused by superstructure travelling load such as heavy vehicular traffic load.Other design can not possess the performance of significantly anti-positive and negative moment of flexure inherently in structure.Other design needs structurally applied stress buffering slab or steel to strengthen bar to reduce positive and negative moment of flexure or anti-positive and negative moment of flexure performance is provided.Other advantage that causes according to composite members of the present invention is can reduce to be used to make thickness or the weight that first, second organizes the metal sheet of corrugated sheet.Other metal such as the aluminium alloys of non-steel can be used to make these corrugated sheets.Adjacent clad steel concrete reinforcement after the filling, the deflection degree that can also have big span and reduce, therefore the most important thing is to need less technology or can use more low-level backfill as another kind of selection with less upper caldding layer in the domes design in the domes backfilling operation.Define first, second structure of being bound up in some way of group corrugated sheet that concrete holds cavity, when structural span obviously increases, greatly facilitate the installation of structure, can be clearly in the structural strength comparative analysis of this point in following example.As shown in Figure 4, play the effect of composite support structure, shear to connect pin 96 and be spaced apart from each other, be installed on the crest 70 of the trough 68 of corresponding first group of corrugated sheet and second group of corrugated sheet for guaranteeing the concrete in cavity 80.In addition, connect two opposite groups pin layout interlaced with each other for the shearing of optimizing at concrete steel board interface 88.
As shown in Figure 5, this is the another kind of arrangement form that connects pin 96.Trough 68 has downward inclined side 102, and crest 70 has inclined side 104 upwards.Shear to connect pin 96 and be arranged on the inclined side that the downward inclined side of trough and crest make progress, thereby increasing the number and the while that connect pin cavity 80 in provides required interval in the horizontal expansion direction of cavity.
With reference to Fig. 6, have the preferred pin 96 of the head 108 of mast 106 and ring-type expansion, utilize electric resistance welding method that its base part 110 is welded on first group of steel plate wall 90.According to present embodiment, electric resistance welding place 112 consumes and connects the part parent metal 113 of shearing pin 96 installation sites.
Situation when the cross section of Fig. 7 represents that cavity 80 fills up concrete eight 6 by grout nipple 114.Grout nipple 114 has a connecting piece 116 to be fixed on the wall 92 of plate 24.This connecting piece has a hole 118, by the concrete pumping pipeline connection to connecting piece 116, concrete is expelled in the cavity 80 through via hole 118 along arrow 120 directions.In case finish the filling of concrete eight 6 in cavity 80, can be a suitable stopple 124 spiral being screwed in the connecting piece, blind hole 118 is finished concrete and is packed into.Certainly, being appreciated that can be with other technology fill concrete in cavity, as making concrete pumping pipeline one end that dismountable connecting piece be arranged, this connecting piece can instantaneously be attached to fill concrete on the hole of wooden partition 92, is fixed on the tapping of plate 92 then with stopper or similar item.
As previously mentioned, can form various types of shearing connecting pieces at the inner surface of first group of plate and second group of plate.Fig. 8 is illustrated in the shearing connecting piece 126 spaced apart that forms on first group of corrugated sheet, 18 wooden partitions 90.The shearing connecting piece of one preferably forms along the top baseline of trough 98.Connecting piece 126 moulding on wooden partition 90, inwardly outstanding and limited peak height 128.Along with concrete curing in cavity 128, inwardly the peak height 128 of outstanding integrated molding provides necessary shearing to connect at the inner surface 82 of plate.Similar, for another embodiment of Fig. 9, first group of plate 18 inner surface 82 forms many projections 130.These projections 130 are at this inner surface integrated molding, and the shearing that has enough degree of depth and provide and be pumped into and be solidificated between the concrete in the modular construction cavity connects.
Figure 10,11 and 12 represents other arrangement form of first, second group plate, and the arc beam of different spacing is provided at the length direction of domes.In Figure 10, the essential part of domes is made of many corrugated sheets that interconnect 18.Along some selected positions of domes essential part, above a series of second group of plate 24 are attached to, make the crest 70 of trough 68 facing to second group of plate, constitute cavity 80.Available second group of plate 24 strides across one or more troughs 68, the domes reinforcement spaced apart that the ripple of next and basic plate 18 interconnects and constitutes.Select as another kind, as shown in figure 11, second group of plate 24 can comprise a plurality of ripples with a plurality of crests 70, thereby obtains a plurality of cavitys 80.At one or two cavity of each series of second group of plate 24, fill up as shearing the concrete as indicated in the connecting piece 96.For the structure of Figure 10 and Figure 11, arc reinforcement bearing load, the ripple of basic here plate 18 and these concrete composite beams formation unified structure that is connected.Should be appreciated that the load of rely on estimating or design is born, the spacing of decision concrete composite beam provides essential anti-positive bending moment, the performance of hogging moment on total, and the performance of axial load resistant.Should be appreciated that second group of plate 24 can have 3 or more a plurality of ripple., be that 3～7mm and width are the steel plate of 75cm for thickness, be difficult to form have enough degree of depth and spacing more than two ripple.As a kind of selection, because the aluminium sheet of width as 120cm used in the easy moulding of aluminium, it is possible that at least 3 to 4 ripples are provided.
For the embodiment of Figure 12, each series of plates continuous span of second group of plate 24 is crossed basic plate 18.Two groups of plates interconnect with bolt 76, and some position has 4 laminates to link up mutually here.Although this makes assembling complicated, resulting structures each adjacent constitute by relative corrugated first group of plate and second group of plate cavity in fill up concrete, this provide a supporting be applied to above the structure load or when the backfilling process supporting construction very firm structure, optimized the performance of anti-positive and negative moment of flexure and the performance of axial load resistant.The structures that Figure 10 and 11 describes one of advantage, be that each series of plates of second group of plate linking mutually is not overlapping, avoided as Figure 12 embodiment, the plate up to 4 layers to be interconnected.
Figure 13 and 14 is represented additional embodiments, changes the relative spacing of the ripple on first group of plate and second group of plate here.In Figure 13, second group of plate 24 has the spacing of sinusoidal shape ripple, and here 1/2 of the distance of the trough that is spaced apart first group of plate 18 68 of crest 70.This layout, with unit width have a plurality of ripples second group of plate compare, on first group of plate, provide less ripple by the slab manufacturing.Shear connecting piece 96 and be arranged in the cavity 80, constitute arc beam reinforcement with diagramatic way and strengthen basic domes.
As shown in figure 14, select as another kind, second group of plate 24 can have the ripple that lacks than first group of plate 18.In fact, it is the cross section that turn around in the cross section of Figure 13, just as bolt 76 spacings show, the spacing of first group of plate and second group of plate has all increased.As the embodiment of Figure 13, in cavity 80, arrange the shearing connecting piece of pin 96 forms, the composite concrete metal reinforcement is provided.
Can find out obviously that from Figure 13 and 14 in forming composition metal encirclement concrete reinforcement, cavity 80 can have various cross sectional shapes.A kind of further modification is shown in Figure 15, and second group of plate 24 has polygonal ripple here, and according to present embodiment, it is square.Will of course be appreciated that second group of plate 24 can have other polygonal shape such as trapezoidal, triangle and analogous shape.As other embodiment, in cavity 80, arrange and shear pin connecting piece 96, form the required composite concrete metal reinforcement of strengthening basic domes.For the layout of Figure 15, the second group of plate 24 with polygonal ripple allows to fill more concrete on the plane of first group of plate 18 crest.
The layout of Figure 16 provides second group of plane plate 24 that links to each other with first group of plate 18.Here dull and stereotyped 24 are positioned at the plane that the summit baseline by first group of Lamb wave peak constitutes.Shear pin connecting piece 96 and can be arranged in some way in the cavity 80, wherein each cavity 80 can be filled.Use second group of plane plate, can make things convenient for necessary extraordinary shape to cross domes, for example, in the relatively little place of domes radius of curvature, second group of plane plate 24 can more easily crooked curvature with first group of plate 18 be complementary.
For the embodiment of Figure 10 to 16, clearly the design of the cross sectional shape of cavity can have very big variation.Should understand, when the composite concrete metal sheet reinforcement of the opposing moment of flexure that effective form is provided, thereby cavity should extend in the above and below on the plane of the crest of first group of plate and is formed in potential range maximum between reinforcement outermost fiber and the most inboard fiber, and just reinforcement has maximum section modulus.Therefore, the preferable shape of first group of plate and second group of plate is the shape that Figure 10 to 12 describes, here second group of relative crest of plate has ultimate range with first group of relative trough of plate, thereby makes composite concrete independently and the section modulus maximization of the reinforcement that surrounded by metal sheet.
The surprising advantage of each embodiment of reinforcement provided by the invention is the span that can increase structure than existing steel domes with reinforcement of other form greatly.By being provided at the interface the single-alone composite concrete of the connection of shearing and the reinforcement of metal material are arranged, can carry out very significant modification, the novel space by the arch encirclement is provided the domes design.The domes of neither one prior art allow the domes design of standard is made amendment because these standard arch structure designs have the shape of qualification, this shape be considered to only in structure the shape of bending resistance square.When second group of plate when the bottom of a side of domes extends to the bottom of domes opposite side, bear compound axial load and the moment of flexure ability increases on whole domes.This concrete is enclosed in the single-alone compound arcuate beam column in the metal sheet, and allowing the design engineer is that dissimilar arches is surrounded the domes of the single-alone shape of spatial design, so that upper caldding layer and mild approach grade minimum.Under the normal condition, other design of this class can only realize on heavy fluid concrete bridge construction.Therefore, architectural feature of the present invention is brought the domes design of the board-like type in corrugated metal into a novel field, provides to be different from expensive, heavy other selection that strengthens the standard concrete bridge design.
Another advantage that the ability in the novel encirclement space that present design domes surround is brought, provided in below the domes and the place outside the lower channel in arch encirclement space, these places can be used as water channel, pavement, gutter, walking auxiliary channel, animal and the little vehicles such as cycleway.Although the space that these supplementary features obtain can obtain by more expensive moulding concrete-bridge, metal arch structure of the present invention can obtain these features with quite low cost.
The typical construction of the prior art of Figure 17 and 18 is discussed below, is carried out the structural analysis that these typical constructions contrast new domes simultaneously, show newly-designed many advantages.
Local load that applies such as dynamic vehicle load produce two kinds of stress usually on flexible domes.Figure 18 represents United States Patent (USP) U.S.4390, the typical variant 154 that 306 domes 146 produce under local load's effect.Because downward load 148 acts on the vault 150 of structure, partly produce positive bending moment 152 and partly produce hogging moment 154 at hip at the vault of structure.Here particular design utilizes slab 155 to tackle positive bending moment., the hogging bending stress of 158 pairs of opposings of buttress hip part is irrelevant, because structure can deflection in this direction.Vertical dynamic load transforms in the cross section fibres of structure, vertical axial load 159 is delivered to the pedestal 156 of structure.For specific vertical load, the ratio of flexural stress and vertical stress changes according to the thickness of upper caldding layer.Generally speaking, upper caldding layer is thin more, and concentrated more when dynamic load arrives at the domes surface, big more distortion takes place vault, produces big more flexural stress in the structure.
The ability of the flexible corrugated metal of the standard of Figure 17 domes 132 resistant to bending stresses especially a little less than.Thereby existing design inclination is by disperseing dynamic load 134 structurally bending deformation quantity in the limiting structure as far as possible.The most tangible mode is the thickness that increases upper caldding layer soil 136.The point load that acts on upper caldding layer soil is dispersed in this thickness of soil layer according to the stress dispersion range 138 shown in Figure 17 dotted line.Load arrives at the vault surface 140 o'clock of metal arch housing, will be converted into the load that acts in big zone of surface of shell.Therefore, the main stress in the structure becomes axial stress, rather than flexural stress.In existing flush type domes design, must provide the thinnest upper caldding layer of standard.Restricted and be lower than under the thinnest upper caldding layer thickness requirement situation at upper caldding layer thickness, must provide stress buffer slab 142 structurally with the outer stress dispersion range 144 that further enlarges of structure.Stress buffer slab 142 can be arranged on domes 132 tops or the surface 135, perhaps between the two.Near the domes top, stress dispersion range shape will change certainly with stress buffer slab 142.Under any circumstance, the concrete amount of reinforcement designing institute of the present invention is significantly less than the concrete requirement of stress buffer slab.
Following engineering analysis has shown the surprising benefit of the present invention's design.Design the composite concrete that is shown in Fig. 1 and Fig. 4 and strengthened the corrugated metal domes.First group of typing wavy metal plate is by the thick steel plate manufacturing of 3ga in cavity formula domes, and these domes have the span of 19.185m and the height of 8.708m on pedestal.Second group of typing wavy metal plate is by the thick steel plate manufacturing of 3ga, and interlinking in some way is stacked on first group of corrugated sheet that links mutually of basic domes.Second group of wavy metal plate is to have two ripples in the horizontal expansion of domes length direction with every to install, and the crest of the ripple trough of second group of wavy metal plate and first group of wavy metal plate is fixed together (as shown in figure 11).
Before zinc-plated, shearing pin electricity consumption welding resistance mode as shown in Figure 6 is fixed on first group and the second group of wavy metal plate.The diameter of shearing pin is 12mm, and length is 40mm, and center distance is 800mm.Shearing pin is interspersed as shown in Figure 4 on first group and second group of wavy metal plate.As shown in Figure 7, arranging grout nipple at the vault of second group of wavy metal plate.Concrete with compressive strength of 25Mpa after the sealing of the end of cavity, injects cavity through grout nipple.
At the scene, this structural requirement height is the upper caldding layer of 1.13m, and uses the minimum upper caldding layer thickness of modern bridge design standard-required of non-composition metal domes to be 3.82m.For realizing that upper caldding layer thickness is 1.13m, non-composition metal domes will use first group of typing wavy metal plate and second group of enhancing wavy metal plate of being made by the thick steel plate of 1ga.Non-composition metal domes do not have the concrete cavity filling and shear pin., its needs one to be installed on the road surface, to extend across the concrete stress buffering slab whole length of structure, thickness 300mm and width 20m.Composite concrete of the present invention strengthens structure, can satisfy the design needs with low relatively minimum upper caldding layer under the prerequisite of the problems referred to above that do not have above-mentioned prior art constructions.
Composite concrete strengthens the corrugated metal domes and brings raw material and the sizable saving of manufacturing cost.Cost with the thick steel plate of the 3ga that shears pin is significantly less than the cost of the thick steel plate of the 1ga that do not shear pin.In addition, the concrete amount of cavity filling is far below the concrete amount of building the stress buffer slab.Estimation shows that the cost of non-enhanced corrugated metal domes and concrete stress buffering slab is higher by 20% than the cost of the present invention composite construction at least.
The present invention is by increasing this bending resistance square ability in vault and hip part of domes, overcome with the domes with thin upper caldding layer on the dynamic load problem that interrelates.The continuous arc reinforcement that has on the structure makes structure can resist positive and negative moment of flexure.Especially, at the erection stage of structure, can load peaks appear at the dome portions branch owing to act on the ground pressure of side.At this moment, partly produce the hogging moment that composite concrete of the present invention/metal arch structure can be resisted equally at vault.This is to have the remarkable advantage of Duoing than any prior art in the past; Prior art mainly designs and is used for resisting limited positive bending moment, can not resist hogging moment when not additional elaborate reinforcement.And by the bending resistance square ability that the arc beam column of crooked and axial combined load is born in increase, this beam column bears ability crooked and axially combined load and has also improved.
Although describe the preferred embodiments of the present invention here in detail, it will be appreciated by those skilled in the art that under the prerequisite that does not break away from the spirit or scope of the present invention and can make amendment the present invention.
Claims (23)
1. a composite concrete strengthens the wavy metal plate domes, comprising:
The wavy metal plate of the first group of setting that i) interconnects in some way, its formation has the basic domes of specific span cross section, height and longitudinal length, described basic domes have the vault part and the hip part that links to each other corresponding to described span vertical cross-section, and specific thicknesses, have on described domes longitudinal length and, be used on described basic domes, providing many arc beam columns along the wavy metal plate of the ripple of horizontal expansion;
The wavy metal plate of the second group of setting that ii) interconnects in some way, it is stacked on first group of wavy metal plate that interconnects of described basic arch and contact with it, the described second group of corrugated sheet that interlinks laterally extends continuously, comprising described vault part at least, and directly be fixed on described first group of corrugated sheet that links mutually;
The iii) described second group of corrugated sheet that interconnects and first group of corrugated sheet constitute the continuous cavity of a plurality of independent, horizontal expansion, sealings, and each described cavity is made of the inner surface of described first group of plate and the interior surface opposing of described second group of plate;
Iv) the end to end of described each the continuous cavity that is limited by described second group of plate horizontal expansion fills up concrete, and described concrete fills up cavity and constitutes and surround described concrete interface by the described metallic interior surface of the described second group of plate that interconnects and first group of plate;
V) the described inner surface of the described cavity of corresponding each described first group and second group plate has some shearing connecting pieces at described concrete-metal sheet compound interface, described combination shearing connecting piece is as the rigid element of described first group and second group plate, be used for guaranteeing concrete and metal sheet acting in conjunction when load is applied on the described domes, described shearing connecting piece supplies a plurality of arc beam column reinforcements to improve anti-compound positive bending moment and the hogging moment performance and the axial load resistant performance of described basic domes, exists the described second group of plate of working majority purpose to estimate to be applied to described structural load to provide the described arc beam column of working majority purpose reinforcement to support.
2. domes as claimed in claim 1 is characterized in that described second group of plate is tabular.
3. domes as claimed in claim 1, it is characterized in that described second group of plate is the metal corrugated plate with at least one ripple, the described ripple of described second group of corrugated sheet transversely extends at the longitudinal length of described domes, and the trough of second group of corrugated sheet part is in the same place with the crest partial fixing of first group of corrugated sheet.
4. domes as claimed in claim 3 is characterized in that described second group of corrugated sheet has the ripple of some on unit width, and its number is more than the ripple number on described first group of same unit width of plate.
5. domes as claimed in claim 3, the cross sectional shape that it is characterized in that described ripple is circle-shaped or polygon-shaped.
6. domes as claimed in claim 3 is characterized in that described second group of plate extends across the whole span of described domes, arrive the foundation in another described hip cross section by described crown section from the foundation in an one described hip cross section.
7. domes as claimed in claim 3, it is characterized in that described second group of plate extends across the major part of the whole span of described domes, arrive the mid portion in another described hip cross section from the mid portion in an one described hip cross section by described crown section.
8. domes as claimed in claim 6 is characterized in that described structure is oval culvert, cavity domes, box culvert, circular culvert or oval culvert.
9. domes as claimed in claim 7 is characterized in that described structure is oval culvert, cavity domes, box culvert, circular culvert or oval culvert.
10. domes as claimed in claim 1, it is characterized in that shearing connecting piece at described compound interface is included in the outstanding bead of a plurality of incorporate side direction that forms on described first group and the second group of plate, be used to resist relatively moving between described concrete and described first group and second group of metal sheet.
11. domes as claimed in claim 1 is characterized in that shearing connecting piece at described compound interface comprises on the described inner surface of the described cavity that is made of described first group of plate and described second group of plate to fix inwardly outstanding pin.
12. domes as claimed in claim 1 is characterized in that being included in the projection that forms on the inner surface of described first group and second group plate at the shearing connecting piece of described compound interface.
13. domes as claimed in claim 3 is characterized in that second group of corrugated sheet of described each piece has single ripple.
14. domes as claimed in claim 3, it is characterized in that thereby second group of corrugated sheet of described each piece has the cavity that a plurality of ripples constitute some adjacent horizontal expansions, at least one described adjacent cavities has described shearing connecting piece and fills up concrete, and described arc beam column reinforcement is provided.
15. domes as claimed in claim 14 is characterized in that each described adjacent cavities has described shearing connecting piece and fills up concrete, and the described arc beam column reinforcement of adjacent set is provided.
16. domes as claimed in claim 3, the wavy metal plate that it is characterized in that second group is stacked on described first group of plate, described second group of plate is stacked on described first group of plate at length direction, wherein the length of closed assembly is the length of bearing load effectively, selection has the cavity of described shearing connecting piece and fills up concrete, and the described arc beam column reinforcement of described enough numbers is provided.
17. domes as claimed in claim 16 is characterized in that each described adjacent cavities has described shearing connecting piece and fills up concrete, and adjacent arc beam column reinforcement is provided on effective longitudinal length of the described structure of bearing load.
18. domes as claimed in claim 15, the described corrugated sheet that it is characterized in that each described first and second groups of plate has identical sinusoidal profile, thus by the crest of adjacent described first group of plate and over against the trough of second group of adjacent plate link up with bolt and form each described cavity.
19. domes as claimed in claim 18 is characterized in that comprising at described shearing connecting piece being fixed on the described cavity inner surface inwardly outstanding pin that described pin is interspersed along the interior surface opposing of described first group and second group corrugated sheet.
20. domes as claimed in claim 19 is characterized in that described corrugated sheet has the ripple profile of sinusoidal shape, this ripple selected depth selects spacing between 125～450mm between 25～150mm.
21. domes as claimed in claim 20 is characterized in that described span surpasses 15m.
22. domes as claimed in claim 21 is characterized in that providing stopple at each cavity end.
23. domes as claimed in claim 22 is characterized in that by a plurality of holes on second group of corrugated sheet to described cavity fill concrete, after each described independent cavity fills up concrete, with each stopple firmly.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| US08/662,070 US5833394A (en) | 1996-06-12 | 1996-06-12 | Composite concrete metal encased stiffeners for metal plate arch-type structures |
| US08/662,070 | 1996-06-12 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1221467A CN1221467A (en) | 1999-06-30 |
| CN1125908C true CN1125908C (en) | 2003-10-29 |
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ID=24656277
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN97195436A Expired - Lifetime CN1125908C (en) | 1996-06-12 | 1997-06-11 | Composite concrete metal encased stiffeners for metal plate arch-type structures |
Country Status (15)
| Country | Link |
|---|---|
| US (2) | US5833394A (en) |
| EP (1) | EP0904465B1 (en) |
| JP (2) | JP4035168B2 (en) |
| CN (1) | CN1125908C (en) |
| AU (1) | AU715030B2 (en) |
| BR (1) | BR9709714A (en) |
| CA (1) | CA2255903C (en) |
| DE (1) | DE69715194T2 (en) |
| ES (1) | ES2182082T3 (en) |
| NO (1) | NO318605B1 (en) |
| NZ (1) | NZ333129A (en) |
| PL (1) | PL184271B1 (en) |
| PT (1) | PT904465E (en) |
| RU (1) | RU2244778C2 (en) |
| WO (1) | WO1997047825A1 (en) |
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- 1997-06-11 NZ NZ333129A patent/NZ333129A/en not_active IP Right Cessation
- 1997-06-11 PT PT97924831T patent/PT904465E/en unknown
- 1997-06-11 EP EP97924831A patent/EP0904465B1/en not_active Expired - Lifetime
- 1997-06-11 WO PCT/CA1997/000407 patent/WO1997047825A1/en not_active Application Discontinuation
- 1997-06-11 JP JP50101498A patent/JP4035168B2/en not_active Expired - Lifetime
- 1997-06-11 ES ES97924831T patent/ES2182082T3/en not_active Expired - Lifetime
- 1997-06-11 AU AU30211/97A patent/AU715030B2/en not_active Expired
- 1997-06-11 BR BR9709714-4A patent/BR9709714A/en not_active Application Discontinuation
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- 1997-06-11 CA CA002255903A patent/CA2255903C/en not_active Expired - Lifetime
- 1997-06-11 RU RU99100392/03A patent/RU2244778C2/en active
- 1997-06-11 PL PL97330546A patent/PL184271B1/en unknown
- 1997-06-11 CN CN97195436A patent/CN1125908C/en not_active Expired - Lifetime
-
1998
- 1998-06-16 US US09/097,860 patent/US6595722B2/en not_active Expired - Lifetime
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102322275A (en) * | 2011-07-04 | 2012-01-18 | 中交二公局第六工程有限公司 | Corrugated sheet steel channel supporting tube and channel construction process |
| CN102322275B (en) * | 2011-07-04 | 2014-04-23 | 中交二公局第六工程有限公司 | Corrugated sheet steel channel supporting tube and channel construction process |
| CN102433846A (en) * | 2011-10-20 | 2012-05-02 | 北京交通大学 | Corrugated steel sheets for corrugated steel arch bridges and culverts and bridge and culvert installation method utilizing same |
Also Published As
| Publication number | Publication date |
|---|---|
| NO985825L (en) | 1998-12-15 |
| EP0904465A1 (en) | 1999-03-31 |
| WO1997047825A1 (en) | 1997-12-18 |
| RU2244778C2 (en) | 2005-01-20 |
| CA2255903A1 (en) | 1997-12-18 |
| DE69715194T2 (en) | 2003-04-30 |
| ES2182082T3 (en) | 2003-03-01 |
| PT904465E (en) | 2003-01-31 |
| NO985825D0 (en) | 1998-12-11 |
| EP0904465B1 (en) | 2002-09-04 |
| PL184271B1 (en) | 2002-09-30 |
| JP4031811B2 (en) | 2008-01-09 |
| CA2255903C (en) | 2003-03-25 |
| DE69715194D1 (en) | 2002-10-10 |
| NO318605B1 (en) | 2005-04-18 |
| AU715030B2 (en) | 2000-01-13 |
| US20020064426A1 (en) | 2002-05-30 |
| JP2000511978A (en) | 2000-09-12 |
| CN1221467A (en) | 1999-06-30 |
| NZ333129A (en) | 2000-03-27 |
| AU3021197A (en) | 1998-01-07 |
| JP4035168B2 (en) | 2008-01-16 |
| BR9709714A (en) | 2000-01-11 |
| US6595722B2 (en) | 2003-07-22 |
| US5833394A (en) | 1998-11-10 |
| PL330546A1 (en) | 1999-05-24 |
| JP2007071022A (en) | 2007-03-22 |
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Owner name: AIL INTERNATIONAL CO., LTD. Free format text: FORMER OWNER: MICHAEL W WILSON Effective date: 20010607 |
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